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Home My WebLink AboutPermit Correspondence 2008-1-4 01/04/2008 14:30 , 54174105411 SOLID GROUND PAGE .01/17 To: Fax: Phone: From: Re: Date: Pages: Hello, '1 Van Dorn Construction" Inc~ SOLID GROUND FAX City of Springfield 726-3689 726-3753 Margie Van Dorn Final inspection letter for COM2007-01346 January 4, 2008 17 (including this cover sheet) The following IS the Special I nspection Report from K&A Engineering regarding the job site at 6883 Forsythia in Springfield. This should complete all that was requested by the Inspector. Thank you so much! Warm regards, Margie Van Darn Office Manager 541-51 0-4242 880 South 45th Place Springfield OR 97478 CCB# 165804 01/04/2008 14:30 54174105<1<1 SOLI D GROUND PAGE 02/17 Jan, 2, 2008 9:20PM No, L ( p, 2 .a K & A Engineering, Inc. P.O. BUl 23624, Eugene, OR 97402 521 Market St., Suits B. Eugene, OR 97402 (541) 684-9399 Voice (541) 684-9358 FAX ,en9ineering January Z, 2008 Mr. Jeff T owel)l 6883 Forsythia Street Springfield, OR 97418 Project: 223.(J6 Subject: FlnallnspeGUon summary Springfield permlt no. COM2007-Q1346 6883 Forsythia St., Springfield, Oregon PURPOSE AND SCOPE Tha City of Springfield has requested that K & A Engineering, Inc. provide this summary of our inspecijons for the foundation repair project at your residence at the subject project site. Apparently inspections were not made by the City oT SpringfIeld for this project. We have already documented our Inspection of 1he primary features of this project In a letter set to YOU dated October 16, 2007 Enclosed Is a copy of tllis tetter and Its attachments for your convenience. This letter briefly reviews all of ttJe worK completed which InOIUdes work that was summarized in our October 16, 2007 report. INSPECTIONS K & A Engineering, Inc. made a total OT 7 SITe inspections durlng this project. Table 1 briefly summa1'lles the dates and what we observed. Table 1 . Summary of Inspections Dale Natura of Inspection . _ 8/30/2007 We inspected the drainage trench under construction that was located along the west foundation, beginnIng at or nearthe patio on the southwest side of the house and terminating at the curb. Our inspection of this feature was discussed in our 10/16/07 report 9{18/2007 We inspected the garage stnll:ture that had been recently stlored. The walls were detached from the existing foundation in the area of foundation repair (west garage foundation wall) and interior finiShes were removed so that we could examine the location and nature of connectlons utility lines. At this meeting we discussed an alternative repair plan which consisted of keeping the northwest corner of the existing garage foundation and constructing a shorter concrete grade beam. This would avoid costly reeonstruction of the electrical line to the house and dIsruption of service. 9/27/2007 We inspected the site after the northwest foundation and the supporting wall (with brick facia) had been moved to a plumb condition and braced The cracks in the facia had closed siQn ificantly. 01/04/2008 14:30 5417410544 SOLI D GROUND PAGE 03/17 Jan. 2. 2008 9:20PM No. l....I1 P. 3 K &: A Engineering, Inc. Date Nature of Inspection __ Test piers indlcateo that large boulders were located along the west foundation, underneath the gravels and organics. A small pier was used to test locations for rocks. Based on this we decided to use smaller diameter piers at specific locations supporting the eXIsting remaining northwest foundation and the shorter grade beam. Additional engineering was made to oetermlne design loads on the repositioned piers and to design the modi1ied plan. This design is included in the 1 0/16/07 report. 9/30/2008 We Inspected the forming and reinforcement for the new grade beam. We noted that rebar was Improperty attached to tlle exiting northwest foundation, and required that the rebar be re- attached using an epOxy adhesive. 10/4/200 We made a special inspection of the epoxy connection of horizontal reinforcing steel of the new grade beam to me existing northwest foundation. The connection was made according to our recommendations. 10/11/2007 We inspected the on-going cripple wall reconstruction and discussed our design wITh the contractor, answering questions. The cripple wall was constructed accQrding to our recommendations, as documentEd in our 10/16/2007 report. '0/27/2007 We inspected the reinforcement for the replaced concrete 8Iabs-on~grad8 both in the garage and the approach apron to the garage. Reinforcing bars were larger than required (#4 vs #3) and spaced according to our requirements. Reinforcing bars were attached to the existing north approach slab by epoxy adhesive, and reinforcing bars were attached to the east garage interior slab and the inside face of the grade beam and remainmg existing foundation stem walls using epoxy adhesive, The average embedment for epoxy rebar attachments was 7-inches. A small kay trench was dug imo the crushed gravel base to provide added passive restraint to the exterior slab from sliding. K & A Engineeringl Inc. has made numerous Inspections of the principle structural components of this repair project We are of the opinion trlat the repair Is structurally soun~ and will provide long-term support and protection to the west garage foundation as intended. The work was completed in a wOrkmanship like manner and meets standards or work 01 good comrac(ors providing similar services under similar conditions at the date that the servioes ware provided. We recommend acceptance of the foundation repairs, as built, by the local building official. Thank you for the opportunity to be of service. Please call me If you have any questions. Sincerely, ~~~ Michael Remboldt, P.E. K & A Engineering. Inc. 1'.lfIRf5 /j3fD' Project: 223,06 Client: Towery 0883 For~ythla St., Spnnafleld. OR Page 2 of 2 October 16, 2007 01/04/2008 .14:30 5417410544 SOLID GROUND PAGE 04/17 Jan 2 2008 9'20PM No. L~.Jl p, 4 .- .a enginpering K & A Engineering, loe. P.O- 8M 23624, Eugene, OR 97402 521 Market St.l Suite B, Eugene, OR 97402 (541) 684-9399 Voice (541) 684-9358 FAX OctOber 16, 2007 ProJect: 223.06 Mr. Jeff Towery 6883 Forsythia Street Springfield. OR 97478 SUbject: Special inspection - foundation repair Sprtngfield permit no. GOM2007 -01346 6883 Forsythia 51., Springfield, OR PURPOSE AND SCOPE AS requested, K & A Engineering, Inc. has made several inspections of the subject foundation repair project currently underway. The purpose of our inspections were to review work completed. provide recommendations to the contractor for requIred changes or modifications, and to ensure that the work completed met the specifications and intent of the repair plan. This l)rojeot Includes repair of the fOl,.\ndatJon of the west side of the garage only and installation of drainage along the west side of the residenoe. This repair plan does not include underpinning or repair of other parts of the foundation. INSPECTIONS Subsurface Drainage System We inspected the new subsurface drain systGm as it was constructed. This system was installed aocording to our spec~ications and recommendations. The trench extended below the ground surface to native undisturbed sandstone. The side of the trench facing the foundation extended through approximately 2.feet of saturated organic clays located on the surface of native sandstone. The trench depth ranged from 410 over 6.feet in depln. A significant amount of water was drained from the organic layer during construction. The perforated rrench drain pipe was connected to a solid drain pipe which was routed to the curb weep hole on the south side of the street a1 the west sIde of the driveway. West Garage foundation Shoring and Removal of Existing Footmg 8I1d Slab The west garage wall and roof strueture was shore.d and sBparated from the foundation and approximmely 10.6- feet of the west footing and stem wall was removBd. extendIng from the west side of the portal frame at the garage opening to tlle man door. See tI'1e attached As.6um Repair Plan. Additionally, a portion of the. existing interior concrete slab-an-grade was removed. 01/04/2008 14:30 54174105dd Jan. 2. 2008 9:20PM SOLID GROUND' PAGE 05/17 No. p, 5 K & A Engineering, Inc, After removal of me slab and eXIsting foundation, the west portal Trame Too~ng and wall were reposttioned to a plumb condrtion. Helical Pier installation Thret helical piers were installed at the locations shown on the attached As-Built Repair Plan. Two of 'the piers support. a preconstruction .T~ bracket to be embedded into the new concrete grade beam. The third pier, located at the remaining existing portal frame foundation, supports a conventional steel bracket. DUB to 1he location of large boulders in the bedrock, the pier locations and helix configurations were modified from the original repair plan. We evaluated the static load capacity of the piers, as installed, and have determined that the available load capacity e)(ceeds the required capacity. See Table 1 for a summary of the pier installa1lan. Table 1 - Helu:al Pier InstallatiDn Summary Required Allowable Minimum Pier DeSCription Installed Installation load load and LDcatlon De~th. ft. Torque, k-ft Capacity, kips Capaci!y, kips .12" /14" Pierwittl 9.5' 6.8 17.0 <3.0 standard bldcket at elCJSt. Footing near N'N Comer B"/TO" Pierwith 9.0 6.8 8.2 5.7 "T" bracket near center of new grade \ beam 12" Pier with ~T" 9.0 6.6 6.9 1.1 bracket near south ana OT new grade beam Concrete Grade Beam A new concrete grade blililITl was constructed wtth the dimenSions and reinforcing meeting our original speclflcatlons. This grade beam was attached to the remaining existing portal frame foundation atthe northwest comer. The grade beam was attached to the existing foundation using 4 - 5/8" diameter grade 60 steel dowels that mended a minimum of 7 -inches into the existing concrete, The grade beam was reinforced according to the project deSign and specifications. Cripple Wali The existing framed cripple wall supporting the floor of 1he reSIdence along the south side of the garage was repaired according to our plans. SUMMARY AND RECOMMDATIONS This report documents our Inspections made of construction for the subject project. Work completed as of the date of this report Includes construc;tion of an exterior perimeter subsurface drain system, installation of three (3) new helical piers, cripple wall repair, and a new concrete grade beam. The construction of these elements Project: 223_06 Client: Towery 6883 Forsythia St , Springfield, OR paoe 2 of 3 October 16, 2007 01/04/2008 14:30 54174105d4 Jan 2 2008 9.21PM SOLI D GROUND PAGE 05/17 ./- No. . P. 6 K & A Engineering, Inc. was made in accordance with our design or, in the case of changes, was made with our approval and according to modHied design recommendations. '\ We recommond acceptance of these element$. as constructed, by the local building official. The project is not yet completed. and we anticipate making at least one more Inspection report based on addITIonal site inspections. \ Thank you for the opportunity to be of service. Please cat! me if you have any questions. Sincerely, Project: 223.06 Client: Towel}' 6883 Forsythia St., Springfield, OR Page 3 of 3 October 16, 2007 01/04/2008 14:30 54174105~~ Jan 2.2008 9:21PM SOLI D GROUND PAGE 08/17 No. t~_ ( P. 8 6883 Forsythia St. Springfield, Oregon As-Built Helical Pier Load Capacity - NW Pier (at exist. foundation) Unit Detlnltitms: Ibf psf a - ft2 pef == Ibf ksf == lOOO'psf psi == 144-psf kPa m 1000 Pa kips lO! 1000-lbf ft3 Input Parameters: SOil Moist Urllt WeIght above helix 1: Yaml:= 125p~f Soil Moist Unit Weight below helix. 1: Ybml:=- 12Spcf Groundwater depth: Unit weight of water GW := 20ft Yw'= 62.4pcf Sorl Moi:st Unit Weight above helix 2: Yam2;= 125pcf Soil Moist Un if Weighl below helix 2' 'Ybm2:= l2Spcf Groundwater de~th; Unit weight of water GW := 21m 1\>/;::: 62.4pcf res := 3 Eff, Unit Eff. Unit Wt. Wi. Helix Above Below Soil Soil Helix Di31Tleter Area Depth Footing footing Friction Cohesion 1 B1 :"" 12in Al := (:1 r.1t Dl := 905ft ~1 := 31.deg C]:'" 100psf Y lLl = 125 pef Ybl'" l25pef " fa r 2 B2:= 14in A2:= 2 .n: ~:= 75ft ~2:= 31.deg C2:= lOOps! , 2 Ya2 - lZ~ pr;f Yb2 = 125 pcf Client: Towery Project. 223.06 K & A Engineering, Inc. Page 1 of2 10/16/2007 01/04/2008 14:30 54174105d4 SOLID GROUND PAGE 07/17 Jan. 2. 2008_ 9:21PM ' r--::k geotechnicalj(-i1 €I engineering · Eugene, OR 97408 . 541 6849399 541 6849358 fax I..... tn9lnecrl89 .No L~_ I-P. 7 Project: 6883 Forsvthia St Client: T owrev Job No: 223.06 Date: 9-28-07 Sheet 1 of 1 "' '.. ~ I--------l~~=~~--------" [r--------J ~---------~ I I I I I I I I I I I I I I I I I I I I I I I I ;1 I I I ;1 I I I I I I I I i I I I I I I I I I 1 Q.a' REPAIR ORIPPlf WAll SUPPORTING FlOOR I I I I REPLACE sruos @ 16' OJ:. I APPLY 1/2. cox SHEAtlTH1NG I I : r~AILED USING 8d @ 6" O.C. I I I r::--...... ~ ~ ~,~ ~ .....'""'" -.::: ,,-,-::;.. ~ "r.. II Ir------, I I I I 1 L_____--, I I L_-------, I I I I L---ll I I L---l11LJ I ~ ~--T : ~ I I I I SAWCUT EXlSTFOUNDATlON : I __ I DOWEL GR. BEAM TO ~ST. CONe ~ - .j.- ~ USING 2. #4 " I L _ _ _ _ _ _ ~ :'-I EPOXY INTO EXIST CONe L. ~ _ _ _ _....:. ~ _ _ _ _ ~ ~ NEW CONC. SLAB SAWClIT fXJST. SLAB NEW CONt. GRADE BEAM WEST GARAGE WALL l ~ "" w 5i! 0:: '" :;; d z '" - Q '" ;;, .p d Z ~. 0 CO> ... ""! T ~ AS..BUIL T REPAIR PLAN ~. 111=8' 11. srea HELICAL PIER WITH PIER BRACKET AT EXISllNG FOOllNG. <8 STEEL HELICAL P1ER WITH "T" FITTING SUPPORTING NEW CONCRETE GRADE BEAM 01/04/2008 14:30 5A174105d4 Jan 2 2008 9:21PM Helix 1 Capacity: SOLI D GROUND 6883 Forsythia St. Springfield, Oregon , "\1 () . $t MIIl'l ~1 NqI .;;;: tan - -+- 45-deg .e I. 2 , Ne1'!; if[(tPl);;; O,5.14.(Nql - l)cot(4l])] Ny1 := 2-(Nqt + 1 )-1atI( ~ ]) Overburden pressure, Ultimate bearing pressL./re. Net Ultimate bearing pressure, Net Ultimate Helix Load. Net Allowable Helix Lead, Helix 2 Capacity: Nql ::: 20.63 Ncl '" )2.67 Nyl = 25.99 2 At = O.79ft ql ~= Dl''Yal qul'= cl'Ncl + 11.1'Nql + J,:Brrh1-Nyl qu~etJ := qul - ql Qundl.:= 'luncll.AI Qunli!l:J ,Qat:= FOS. I ,,2 (\ h n.tan hI Nq2 ;= tan - + 45.deg .e ... ;2 - , Na== i{(lb) = O,5.14,(Nq2 -l)cot{h)] Nyz := 2.(Nq2 + 1 }taIJ( h) OVerburden pressure, Ultimate bearing pressure. Net Ultimate bearIng pressure, Net Ultimate Helix Load. Net Allowable Helix Load, Nq2 = 20.63 Nc2 "" 32.67 Ny2 :::; 25.99 2 A2 = 1.07 ft q2 := l>I'Yal '1112 ;:0 c2.N.::2 + ~'Nq2 + 3,B2'Yb2'Ny2 Quner2;= Qu2 - q2 0unc:t2:= qunc1.2'A2 Ounet2 Qa2 :e: FOS (4=; ~1 + Qa2 Total Allowable Comblnetf Pier Capacity: Qa. = 17.09 klps Client: Towery Project 223 06 K & A Engineerln!], Inc. PAGE 09/17 No. ~ " P. 9 q 1 .!!! 1.1.9 ksf quI :t 28_74~f qlllletl = 27.55 ksf Ounetl ;; ;21.64Idps Qal = 7.Z1 kips Q2'" 1.19 ksf Qu2'" 28.9ksf Qunet2 = 27.12ksf QwxI2 = 29.63 kips Qa2:= 9.88kjps Page 2 of2 10/16/2007 01/04/2008 14:30 541741050:14 SOLI D GROUND PAGE 10/17 Jan. 2, 2008 9:21PM No. L. P. 10 6883 Forsythia St. Springfield, Oregon As-Built Helical Pier LQad Capacity. Center Pier (at grade b98m) Unit Definitions: lbf psf",- f? pcf '" ~ k<;f !!! IOOQ'p:;f ;psi ii 144'psf kPa", IOOO.Pa kips == lOOO.lbf ft3 Input Parameters; Soli Moist Unit Weight above helix 1: Yaml:= 12Spcf Groundwater depth: Soil Moist Unit Weight below helix 1 ~ 'YblUl:= 125JX:f Unit weight of water OW:;:;;; 20ft YUI:= 62Apcf Soil Moist Unit Weight ebove helix 2' y um2:'" 125pcf Soil Moist Unit Weight below helix 2: 'Ybm2:= 12'spcf Groundwater c1epth: Unit waight of water GW :- 20ft Yw:= 62.4pcf FOS := 3 En. Unit Eff. Unit Wt Wt Helix Above Below Soil Soli Hlitlix Diameter Area Depth Footing Footing Friction Cohesion HI := 8in Al := (:1 r.~ OJ :;= 95ft 4'\:...31.dcg 01:= lOOps! 1011 = 125 pef 'Ybl ;;;; 125pcf "B r 2 D2:= lOin A2:= .2 .1t D2:"" 7.5ft h:~ 31'deg C2 ::::: loopsf , 2 Ya2 = 125 pef Yb2 - 125 pef Client: Towery Project: 223.06 K & A Engintering. Inc. Page 1 of 2 1 0/1612007 01/04/2008 14:30 54174105.1.1 Jan 2. 2008 9'21PM Helix 1 Capacity: SOLID GROUND 6883 Forsythia SL Springfield, Oregon , '~( ) ~ I x'tan 41 Nql ::::: WJ - + 4S.deg .c Nql ;= ~O.63 ,,2 / Ncp:: if[(l\11) =O,,S,14,(Nqt-I)cat{cl>1)] Net <=32.67 Ny) :0' 2.(Nql + 1).tan{~1) Nyl'= 25.99 ( 02 4> 2 1!'llUl +" Nq2 := t:m 2' + 45-dcg'= (-) Nc2:::: it[(412) = O,5.l4,{Nq2 - l)cot(h)] Ny2;= 2-(Nq2, + 1)'1an(0Z) Overburden pressure, Ultimate bearing pressure, N@t Ultimate bearing pressure. Net Ultimate Helix Load, Net Allowable Helix Load, Helix 2 Capacity: Overburden pressure. Ultimate bearing pressure, Net Ultimate bearing pressure. Net Ultimate Helix Load, Net Allowable Helix Load, 2 Al~OJ5ft qj;= Dl'Yal qui :~ cI"Ncl + qJ Nql + .3-Bl''Ybl'NyI 'Iulletl :;;; (jut - (1.1 Oulletl := qundl.Al Qunetl OaI:= FOS Nql '" 20.63 2 ^2 := 055 ft Nc2:= 32.67 NyZ '" 25.99 qZ;- DI"Ya2 qu.2 ::; c2,N~2 ... Q2,Nq2'" .3.B2''Yb2'Ny2 qunetl:= qu2 - q2 Qunet2:= qunct2 A2 Ounc12 Qa:2;= POS Qa:= Qa,) + Q,a2 Total AllowaDle Combined Plw COIpae;ty: Qn = 8_15kips Client: Towery Project' 223 OS K & A Engineering, Inc. PAGE 11/17 NO'I-~)7 P.11 ql ::: 1.19k~f qul = 28.42ksf qunc:tl = 27.23ksf QuneU '" 9.s kips QuI" 3.17kips '12 = J.19ksf Qu2 ~ 28.SSbf Qunc12 ~ 27.39ksf Q\IIl,el.2 = 14.94 kips Qll2 = 4.98 kips Page 2 of 2 10/16/2007 01/04/2008 14:30 54174105.14 SOLI D GROUND PAGE 12/17 Jan 2 2008 9:21PM No.2L. P. 12 6883 Fo~ythia St. Springfield, Oregon As-Built Helical Pier Load Capacity. South Pier (at grade beam) Unit Definitions: Ib( psf=- flz pef = Ibf ksf = IOOO'psf psi = 144'psf kPa;; 100Q.Pa kips = lOOO-lbf ft3 Input Parameters: Soil Moist Unit Weight above helix l' Ysrnl:= 125pcf Soil Moist Unit Weight below helix l' 'Ybml'= 125pef Groundwater depth: Unit weight of water GW := 20ft 'Yw.- 62.4p"r Soil Moist Unit Weight above helix 2: TM\2:;::;: 125pcf Groundwater depth' Soil Moist Unit Weight below heliX 2: Ybm2:= 125pcf Unit 'Nelgnr of waler OW:=- :Z01t 'Yw... 62.4pcf FOS ;= 3 . Helix Helix Diameter Area Eft. Unit Wt. Above Footing Eft. Unit Wt. Below Footing Soil Friction Soil Cohesion Depth 'B )2 B I :- 12in AI:= ---.!. .1t , 2 D1 ;= 9ft ~1 := 31'dcg cI:'" lOOpsf Yal ;; 125pcf Ybl = 125pcf Helfx 1 Capacity: ($1 )2 ll''llIlI(~l) NqJ ;... tan 2' + 4S.deg .e NGI:;;; if[(cjlJ) =O.5.14,(Nql-l)cot(~I)] Nyl :- 2-(Nql + l)-tan(+I) Nql .. 20.63 2 ^l = a.79ft Net · 32-67 Nyl '= 25.99 Overburden pressure, Ultimate bearing pressure, Net Ultimate bearrng pressure, Net UltImate Helix Load, Net Allowable Helix Load, ql :==> DI'hl '1111 :;::;: cI.N,,) + Ql.Nql + -3 BrYbl-Nyl qunetl :- qui - ql Qunctl :;; qwtltl'.A I Q Qunetl '111 := POS ql = 113ksf quI = 27,45ksf Q\llle>tl ;; 26_33ksf Qunetl = 20.68 kips Qal == 6_89 kip!; Client: Towery _ Project: 223.06 K & A Engineering, In~. Page 1 of:! 10/16/2007 -.4 Shift I I ! J I < I' _ I ~ j ~. I ; E I . \~) ~~ ~ ~ _~ .~~~ ~y /~~~} x,~~ X ~,~ ~ ^ ~ i~~ X ~~ ~ ~ ~ .~~ ~..~ ~~~!- tsXX ~ r ~jZ frnn tt j 11 ! 1 J ULJ rrrUJ U~ J H j.l. .Li,JJ11:IIIrJ]] ,,,1 fIf ~ 1&4 L~ U4 (S) I-' -....... C- (S) --I::> s;u -....... :=> to (S) ~ (S) OJ ~ = I-' = -I::> = W (S) '-D -- ~ -0 Ul S -I::> I-' --.J -I::> I-' (S) Ul ~ ;:.. -2.025k, ~x 5.71 IJJ o r H t::l Gl :;0 o c Z t::l = o r , '-- -.J Loads lC a. D< C1.15{L +S) ResultsfOf lC 3, O+O_f5(L+S) Reaction unUll are k and J;,.ft -0 K 8. A Engineering i~ -- -- "" /(oeck7 Sept 28, 2007 at 2:15 PM 223 00- as-bulLl cone beam.r2d LO ""U 1> Gl (T1 I-' W -....... I-' --.J 01/04/2008 14:30 54174105tlll SOLID GROUND PAGE 14/17 Jan, 2. 2003 9:22PM No, L P. 14 Company . K & A Engineering Designer : CCD Job Number: 25.07 Deck Repair Se~t 2~J 2007 2:15 PIYI Checked By Joint CoordInates and Temperatures I 1 ~~ I 4' UIDel ~J __ '.n. . .. ': . N? N3 . -, .N4 x Ift1 o "1 10.5 12 nm o Q o o. ....If1mJ;lIFl o '9 o . ,0 Member Distributed Loads fBLC 1 : Roof DU ,,_ .,Meml:>er labP-I Dlrp~n Start MaClnl!udefl<lftd _.End ""agMud~r~... Start locatlonrfl ~l ,=~.tJonrft."IL I 1 GRAI)1: .~EAM y ',~~5 . -.265 0 J 6.667 I i: I:" '~";'~~g~"~~~~"~:''''~:'::-':' ~~-~: -' ,: "-~'~'~"~:~~'~':':'-- ,~:;.-,..:..=~:: -, :-. ,-._- =-:;t~~~.::.:::. ;'T;;=~:::' ~r'" :~~~:l Member Dfstr;buted Loads fBLC 2 : Roof LL) Member Label D,~ctICln Start Mag~lslfUL,End MMnlllJ!lQlklfUL Start LOCilJlOntfL %] ._Enci.Loc;atipn[ft %L I. 1 I. GRADE': BEAM ~ _, ..Y...._._,_I - 3 I - 3 J, 0 J 6_667 I 1.,~..2j:'j~:.,~.;:'Go-l!1l"\c..a.'r'--"i:1I n;:.~;: .~; .:~:~~r., :'=, J';;, ';;';"*,,::- 075', -~::_.::j':. "~,, - 07c-'~:":'~::'"-"I"'~'-~'~"~-"6~67.;::~;~"'~ ~- ,;, ~~;~,':;;~"-1....;;;~;:,;-:,~, :.::1 , -l~ .......'\Q~~ t.t\IVI.. ,.' ...., -T... _ .", ..., t:"_ .. ~.' IJ ."', 1_. t.!J -- ...........,... ~_ __ .Ul "~. ~ ........ . '''' p ~ - ~...,..... ..::{ Jo;nt Loads and Enforced QLsDlacements Joint_Label t..Q~ No Data to print ... DlledlonH" "....". 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